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HomeMy WebLinkAboutB16-2777 058-650-001SHEET INDEX SHEET DESCRIPTION T-1 COVER SHEET NEW MANUFACTURED HOME WITH COVERED PORCHES A-1 FLOOR/ FOUNDATION PLAN A-2 ROOF PLAN / ELEVATIONS ff A: 409 %li wz/ �4A Q PO BOX 4336 CHICO, CALIFORNIA 95927 GENERAL CONDITIONS: 1-1 All work shall be in conformance with the 2016 CBC and applicable Municipal, State, Federal, and OSHA Safety regulations. 1-2 The drawings represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, bracing, etc. The Builder shall provide all measures necessary to protect people and property during construction. 1-3 The Builder is responsible for obtaining all necessary approvals and permits from all governing agencies. All work is subject to Building Department field inspector's approval. If a certificate of occupancy is not obtained by the owner for this project, then the engineer assumes no liability for this structure. 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies before purchasing materials or scheduling labor. 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. 1-6 Additional plans that may be included with this plan set (site plan, electrical, plumbing, HVAC) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. 1-7 The Builder is responsible for preventing water infiltration into the building through the roof, walls, or floor. The owner is responsible for maintaining all systems designed to prevent moisture from entering the building. The Builder is also responsible for preventing water condensation inside the building cavities including but not limited to the roof, walls, and floors. 1-8 The builder or owner shall determine if the structure is in a flood plain & notify the engineer in writing if it is. The structure is not designed to resist the effects of flooding. 1-9 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-10 All sheets that contain engineering requirements included in this plan set must be wet signed and stamped by the engineer to be valid. 1-11 Any conditions noted as existing must be field verified by the contractor and any discrepancies must be brought to the attention of the engineer prior to continuing with construction. FOUNDATION / SITE WORK: 2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these plans. The foundation is designed to be placed on a level pad on undisturbed and non -expansive soil. The Builder shall notify the Engineer in writing if any unusual soil conditions such as organic soils, clay, or uncertified fills are found at the site. The engineer has not made a geotechnical review of the site u.o.n.. 2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill may be used as existing grade provided compaction tests are presented to the Engineer indicating a minimum compaction of 90% relative compaction per ASTM D 1557. Fill material shall be free from debris, vegetation, and other foreign substances. All excavations, grading and fills shall conform with 2016 CBC 1804. Footings shall extend into firm native soil with a footing depth below frostline 12" min. U.O.N. 2-3 The owner is responsible for providing geo-technical report to builder and engineer if one exists. 2-4 The bottom of all footings shall be clean and level. 2-5 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind walls. A minimum of 4" diameter perforated pipe sloped to daylight shall be used U.O.N. on plans. The builder is responsible for providing waterproofing and damp proofing for all walls per 2016 CBC 1805. 2-6 All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 10 feet. 2-7 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases, plumbing and other embedded objects prior to placement of concrete. 2-8 Anchor bolts shall be F1554 Grade 36 U.O.N. Bolts are to be a minimum of 1/2" 0 with 7" minimum embedment into concrete and spaced at 6' o.c. maximum U.O.N. Anchor bolts shall be placed 7 -bolt diameters mi n./12" max. from each end of sill plate with a minimum of two anchor bolts per sill plate. All anchor bolts shall have 3"x 3"x .229" thick washers refer to "Shear Wall" schedule for additional anchor bolt requirements. 2-9 For retrofit anchor bolts install TITEN HD (by Simpson) 1/2" b w/ 3-1/4" min. embedment or 5/8" 0 W/ 3-3/4" embedment. Install per manufacturer's recommendations. Direct 1:1 replacement with washer per typical anchor bolt. 2-10 Foundations supporting wood shall extend at least 8 inches above the adjacent finished grade. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support are of approved wood of natural resistance to decay or treated wood is used. 2-11 Footings placed on or adjacent to slopes must comply with figure 1808.7.1 of the 2016 CBC. A geotechnical engineer must approve footing placements in violation of this figure. This engineer shall not be liable for any foundation placed in violation of this section. CONCRETE: 3-1 All concrete shall have a minimum f'c = 3,000 psi after 28 days curing unless otherwise noted. 2,500 psi used for design, so no special inspection is required. 3-2 Materials used to produce concrete, concrete itself and testing shall comply with applicable standards listed in ACI 318. Aggregate size shall be a maximum of 1-1/2" in foundations and 3/4" at all other locations. 3-3 Curing compound shall be sprayed on all exposed surfaces immediately after final troweling. 3-4 All cement used shall conform to ASTM C-150-04 and shall be Type II or Type III low alkali. 3-5 Concrete exposed to freezing or thawing shall be protected in accordance to the latest edition of the ACI code and CBC Section 1904. 3-6 Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to pouring concrete. 3-7 All projecting corners of slabs, beams, columns, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. 3-8 Calcium chloride admixtures or chloride -based admixtures shall not be used. REINFORCING STEEL IN CONCRETE: 4-1 Reinforcing steel shall conform to the provisions of ASTM A -615/A 615M -04a, Grade 40 for #4 bars and smaller and Grade 60 for #5 bars and larger. All rebar is to be deformed. #5, and larger rebar shall not be re-bent. Welded wire fabric shall conform to the provisions of ASTM A 185-02. 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5' - 0" minimum. 4-3 Reinforcement cover shall be as follows: Concrete cast against and permanently exposed to soil: 3" clear 11 FRAMING/LUMBER: 6-1 All wood in contact with concrete shall be pressure treated Hem Fir or Douglas Fir at the builders option U.O.N. 6-2 Lag screws shall be screwed, not driven, into pre -drilled holes of 2/3 the shank diameter. 6-3 Holes for bolts shall be bored with a bit 1/32" to 1/16" larger than the nominal bolt diameter. 6-4 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed. Where top or sole plates are cut for pipes, a metal tie 0.058" min. thick and 1 1/2" wide shall be fastened across and to each side of the opening with not less than 6-16d nails per the 2016 CBC 2308.9.8. 6-5 All framing anchors, clips, straps, hangers, holdowns, etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturer's recommendations. 6-6 U.O.N. framing shall be connected per nailing schedule per Table 2304.9.1 of the 2016 CBC. 6-7 Where exposed to weather, nails shall be galvanized. 6-8 Where in contact with pressure treated wood, all metal connectors shall be type 304 stainless steel or hot -dip galvanized steel meeting ASTM A153-03. 6-9 2x solid blocking shall be provided over all bearing walls, shear walls, or other supports. Where manufactured "I" joists are specified, blocking requirements listed herein are to be considered minimums and shall be increased as per manufacturer's recommendations. 6-10 Splices and joints in double top plate of stud bearing wall shall occur at the center line of supporting stud. 6-11 All studs to have double top plates of the some dimension as the studs. Top plate splices of stud walls shall use 8-16d sinkers at all top plate splices u.n.o. 6-12 Fire block wood studs at mid -height where stud length is over 10' -0". 6-13 Carry all upper level posts into lower levels and provide solid blocking under all posts in floors or continue post. 6-14 Where (2) or more trimmers occur, use solid blocking at the floor level continuous to the foundation. 6-15 All structural lumber shall be Douglas Fir Larch as graded by the W.W.P.A. or W.C.L.I.B. and shall have a moisture content less than 19% and be of the following grades unless otherwise noted: 2 x 4 studs . . . . . . . . . . . . . . .. . . Standard and Better 2x & 4x Structural Light Framing . . . . . . . . . . . #2 Grade 2x & 4x Joists and Rafters . . . . . . . . . . . . . . #2 Grade 4x & 6x Beams and Posts . . . . . . . . . . . . #1 Grade Roof Sheathing (over supports spaced at 24" o.c. maximum): Supporting composition or metal roofing: Use 1/2" APA rated exterior 32/16 -All sheathing with face grain perpendicular to framing, stagger panels and nail with 8d at 6"/12" o.c. U.O.N. •Wall Sheathing: See plans where occurs 6-16 Roof rafters shall be sized per 2016 CBC Tables U.O.N. 6-17 The builder shall take all measures necessary to protect framing from the effects of shrinkage. The Engineer shall not be responsible for damage to framing members or finishes due to the effects of shrinkage. All new framing lumber shall have 19% maximum moisture content at time of installation. 6-19 Plywood sheathing shall conform to PS 1-95. U.O.N. roof sheathing shall be CDX APA rated or OSB equivalent. Apply face grain perpendicular to framing and stagger panels u.o.n. Edge nail at gable end trusses, drag trusses, freize blocking, and all supported edges. 6-20 Where a wall is labeled as a shear wall, such wall shall be continuously shear paneled and nailed as required per schedule from the roof plywood to foundation sill plate. Where a floor or other element disrupts the continuous paneling, special detailing is required. Where special detailing is not provided, connections shall be requested by builder. 6-21 All headers to be as follows for openings not to exceed 8' in bearing walls, U.O.N. on plans: 2x4 stud wall 2x6 stud wall 4x12 6x12 6-22 All headers to be as follows for openings not to exceed 4' in non bearing walls, U.O.N. on plans. For openings greater than 4' use header specified for bearing wall U.O.N. on plans: 2x4 stud wall 2x6 stud wall 4 x 6 6 x 6 6-23 Provide 1-3/4" minimum bearing at end supports and 3-1/2" minimum bearing at intermediate supports for ceiling joists and rafters, unless otherwise noted on plans. 6-24 Misplaced anchor bolts at sill plate to foundation: See notes in "Foundation / Site Work" section on this sheet. ROUGH CARPENTRY: 7-1 Where plumbing, heating, or other ducts are placed on a partition requiring the cutting of the double plates, a Simpson LSTA24 strap shall be fastened to each side of the top plates. 7-2 Use two trimmers at each end of each beam and header over 6'-0" long, and one trimmer at each end less than or equal to 6'-0" long unless otherwise noted on plans. 7-3 Ballon frame o m studs to truss bottom chord or full height at exterior walls where sloping ceilings occur, U.N.O. WOOD TRUSSES: 9-1 Truss design drawings shall be provided with the shipment of trusses delivered to the job site. 9-2 Truss design drawings shall include, at a minimum, the information specified in CBC Section 2303.4.1.1. 9-3 The truss design drawings shall bear the name and seal of a registered design professional. 9-4 Truss manufacturer shall submit drawings and calculations to all governing agencies for review and approval before fabrication. 9-5 Truss calculations shall reflect FAU load where applicable. The builder and the truss mfg. are responsible for ensuring that the trusses are built to the proper dimensions. The builder is responsible for locating the FAU unit on trusses that are designed to support the load. 9-6 Provide no less than (2) 2x studs under all 2 ply or greater girder truss supports or as noted on plans, whichever is greater. 9-7 All truss to truss connections are designed by the truss manufacturer and shall be specified on the truss layout plan. Concrete with soil or weather exposure: #5 bars and smaller: 1 1/2 clear contractor's sole responsibility to take steps to control cracking at #6 bars and larger: 2" clear LANDINGS AT DOORS Concrete without soil or weather exposure: 1,560 sq. ft. 1" clear SHALL COMPLYwrFH 2O13CBC SECTIONS 4-4 All reinforcing steel shall be accurately secured in position before and during concrete placement. 1008.1.5, 1008.1.6, 1009.8 &1010.7 and 4-5 All reinforcing steel shall be clean at the time of concrete placement. 4" pea gravel JOIST HANGER base is recommended. AGGREGATE JT. 2013 CRC SECTIONS 311.3 & 311.7.6 CONCRETE SLAB CONSTRUCTION: Slabs on grade shall be 4" thick and placed over 4" minimum of free draining aggregate base compacted to a minimum 5-1 All slabs on grade shall be per the contractor. As such it is the contractor's sole responsibility to take steps to control cracking at RESIDENCE all slabs to the satisfaction of the owner. (E) HOUSE SQ FT: 1,560 sq. ft. 5-2 Gravel or sand base shown is to provide structural base for slab only. No provisions for preventing groundwater infiltration of the slab TYPE OF CONSTRUCTION: are included. If slab must be maintained in a dry condition then damp -proofing with 2" sand over 10 mil visqueen over 4" pea gravel JOIST HANGER base is recommended. AGGREGATE JT. JOINT 5-3 Slabs on grade shall be 4" thick and placed over 4" minimum of free draining aggregate base compacted to a minimum of 95% ANCHOR relative compaction, unless noted otherwise. APPROX. APPROXIMATE 5-4 Crack control jointing is designed by the builder, unless shown on foundation plan. The maximum spacing of joints shall not exceed LOC. 10' in any direction. BLDG, BUILDING M. B. Handrails & Guards shall comply with 2013 CBC Section 1607A7.1.1. Must be designed to resist a single concentrate (impact) load of 200 nnunds anolied in anv direction at anv point alon¢ the too. PERMIT# `r /�l ^.',% BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DAAT/E/ `F-' CODE ANALYSIS APPLICABLE CODE: 2013 C.G.B.C. , 2013 C.M.C. , 2013 C.R.C. , 1. D. 2013 C.P.C. , 2013 C.F.C. , 2013 C.E.C. BUILDING USE: RESIDENCE OCCUPANCY CLASS: R-3 RESIDENCE (E) HOUSE SQ FT: 1,560 sq. ft. PATIO SQ FT: 774 sq. ft. NUMBER OF STORIES: 1 TYPE OF CONSTRUCTION: V -B FIRE SPRINKLERS: DETERMINED BY HUD FOR MFG. HOME DEFERRED SUBMITTALS DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED BY STREAMLINE ENGINEERING PRIOR TO SUBMITTAL. STREAMLINE SHALL SUBMIT A LETTER INDICATING THEY HAVE REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTALS PLANNED AT THIS TIME ARE NOTED BELOW: 1. NONE PLANNED AT THIS TIME SPECIAL INSPECTION NOT REQUIRED SCOPE OF WORK .kie j Mc4, u�� EROSION CONTROL PLAN Minimum erosion & sediment controls for project disturbing less than one acre. 1. No soil disturbance shall occur prior to obtaining a building permit. 2. Person responsible for erosion control phone (see project team on sheet T-1 owner or builder contact information).Duni p 3. Erosion measures shall be in lace beiwee er�5ti�a>A rl hmreira.is� _4;inam5ted. 4. Soil tracked off site into streets shall be cleaned up at end of each work day. 5. Inactive soil stockpiles shall be covered. Active stockpiles shall be covered prior to forecasted rain event. 6. The erosion control plan shall be re-evaulted & adjusted accordingly as the site changes & after rain events. 7. Erosion control measures shall be maintained. 8. Washing concrete equipment & tool at any location than a designated concrete washout is a violation of law and subject to fine.Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. 9. Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. 10. Wattles installed properly behind curb or sidewalks. 11. Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. 12. Internal filters placed inside each drain inlet. 13. Trash bars across the back of all drains. 14. Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application). 15. Stabilize all slopes where erosion could occur & cause silt run off. (Straw, visqueen or erosion blankets may be used for this application). 16. All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlet. 17. Portable chemical toilets if provided on the site must be kept off of street & sidewalks & at least 50' from the nearest storm drain inlet. 18. All trash must be collected & stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning materials containers etc. come in contact with any rainfall or storm water runoff. 19. After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's (Best Management Practice). BUILDING DESIGN STREAMLINE ENGINEERING, INC. JEFF RICHELIEU, R.C.E. 53,590 60 INDEPENDENCE CIR. STE 201 CHICO, CALIFORNIA 95973 (0) 530-892-1100 cSTREAMt%LINECHICO.COM / Email: jeffstreamline@sbcglobal.net ABBREVIATIONS AB ANCHOR BOLT 1. D. INSIDE DIAMETER AC ASPHALT INSUL. INSULATION O CONCRETE V U AFF ABOVE FINISH z R N aWuO. o Z FLOOR J. H. JOIST HANGER AGG. AGGREGATE JT. JOINT ALT. ALTERNATE O = �tAQ'WQ X ANCH. ANCHOR L.F. LINEAR FEET APPROX. APPROXIMATE LAV. LAVATORY ARCH. ARCHITECTURAL LOC. LOCATED BLDG, BUILDING M. B. MACHINE BOLT BILK. BLOCK MAINT. MAINTENANCE BLKG. BLOCKING MAX. MAXIMUM BM. BEAM MECH. MECHANICAL BOT. BOTTOM MET. METAL MFGR. MANUFACTURER C.J. CONSTRUCTION MIN. MINIMUM JOINT MISC. MISCELLANEOUS C.M.U. CONCRETE MASONRY UNIT N.I.C. NOT IN CONTRACT C.O. CLEAN OUT N.T.S. NOT TO SCALE C.W. COLD WATER NO. NUMBER CAB. CABINET CIR. CIRCLE O.C. ON CENTER CLG. CEILING 0. D. OUTSIDE DIAMETER CLO. CLOSET 0. H. OVER HEAD CLR. CLEAR COL. COLUMN OBS. OBSCURE COMP. COMPOSITION OPNG. OPENING CONIC. CONCRETE CONSTR. CONSTRUCTION P.S.I. POUNDS PER SQ. CONT. CONTINUOS INCH P.T. PRESSURE TREATED D.H. DOUBLE HUNG PERP. PERPENDICULAR D.W. DISHWASHER PL. PLATE DBL. DOUBLE PLWD. PLYWOOD DEMO. DEMOLITION R. D. ROOF DRAIN DEPT. DIA. DEPARTMENT DIAMETER R.O. ROUGH OPENING DI DIAGONAL RAD. RADIUS DIM.M. DIMENSION REF. REFERENCE DS. DOWNSPOUT REFL. REFLECTED DWG. DRAWING S.C. SOLID CORE E. F. EXHAUST FAN SCHD. SCHEDULE E.W. EACH WAY SHTG. SHEATHING EA. EACH SIM. SIMILAR ELEV. ELEVATION SPEC. SPECIFICATION ELECT. ELECTRICAL SQ. SQUARE EQ. EQUAL S.S. SANITARY SEWER EQUIP. EQUIPMENT STD. STANDARD (E) EXISTING STEEL EXP. EXPANSION EXT. EXTERIOR T&B TOP AND BOTTOM T&G TONGUE & GROOVE F. F. FINISH FLOOR T.S. TUBE STEEL FOUND. FOUNDATION TEMP. TEMPERED FIN. FINISH TYP. TYPICAL FIXT. FIXTURE FLASH. FLASHING FLOUR. FLUORESCENT U.O.N. UNLESS FRMG. FRAMING OTHERWISE NOTED FT. FOOT OR FEET FTG. FOOTING VERT. VERTICAL GA. GAUGE W.C. WATER CLOSET GALV. GALVANIZED W.H. WATER HEATER GL. GLASS GLB. GLUE LAM BEAM W.W.F. WELDED WIRE FABRIC GYP. GYPSUM W/ W/O. WITH WITHOUT W. P. WATERPROOF H.B. HOSE BIBB H.C. HOLLOW CORE HDR. HEADER HDWD. HARDWOOD HGT. HEIGHT HORIZ. HORIZONTAL HR. HOUR BUTTE COUNTY MAY 112017 DEVELOPMENT SERVICES >� �_ - --q 1) VL- C_ q_, PROJECT TEAM BUILDING ENGINEER OWNER / BUILDER STREAMLINE BILL KUKRAL ENGINEERING, INC. JEFF RICHELIEU, R.C.E. 53,590 P.O. BOX 4336 60 INDEPENDENCE CIR. STE 201 CHICO, CA 95927 CHICO, CALIFORNIA 95973 (0)530-892-1100 (C)(916)764-4985 STREAMLINECHICO.COM Email: jeffstreamline@sbcglobal.net �ROFESS/pNq M R%y F2 G� C5 c: � XP `s CIM \F OF C A4��l 1-7 FO� =SUBMITTAL SET A � U M O U O W Q V U ZcIX IX x p U z R N aWuO. o Z J RRR -� Z~ J WOR U J N g U~ IL ccZF-�O W N W co R Z W W 0 0 0 O a O z U ..W OM O = �tAQ'WQ X vX0iwa c in u to U Q. ''W VJ O N Vo LU � Q O � V Cc m J OV O Co Q. Q w O rX V c O V a EXCLUSIVE PROPERTY of STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION, REVISIONS DESIGN: TS CHECKED: JMR DATE: 5/09/17 SCALE: SHOWN JOB NO. 2559 S�1I =T Na Twi QRpFESS/pN y M. RIC, F2 C5 9 y� EX . y� `r CIVIC OF CA SUBMITTAL SET /E v n REVISIONS �t U ae O f� U) U TS v a ® v w L) Z FE z p U Q 2559 Lu z� 0o Z U W =O F Fx0 'M OW va:rrn UwNNIll Q EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. REVISIONS �t DESIGN: TS CHECKED: JMR DATE: 5/09/17 SCALE: SHOWN JOB NO. 2559 S149C-T Na A- 1 c- cn o (-) o O 0 D = m mC m m m z cn -D �=z m Q 0rn0 N r z m =Z70 z O L m O in z �l crn K m0 Z m O = �z O -+ m m cri z z c� Z c(0 J Z7 V) PORCH ADDITION TO (E) HOUSE BILL KUKRAL PO BOX 4336 CHI CO, CALIFORNIA. 95927- ---- -- - I 60 INDEPENDENCE CIRCLE SUITE 201 CHICO, CALIFORNIA 95973 PHONE: 0 STRE re2 a � ine TREAMLINLINECHICO.COM COMMERCIAL RESIDENTIAL STRUCTURAL ENERGY ADA COMPLIANCE ch to Y =m X mC z=in mC m m m z cn -D �=z 0rn0 N r 70 =Z70 m L mo mm O in z �l m Oo K m0 Z m �z -+ m m z z c� PORCH ADDITION TO (E) HOUSE BILL KUKRAL PO BOX 4336 CHI CO, CALIFORNIA. 95927- ---- -- - I 60 INDEPENDENCE CIRCLE SUITE 201 CHICO, CALIFORNIA 95973 PHONE: 0 STRE re2 a � ine TREAMLINLINECHICO.COM COMMERCIAL RESIDENTIAL STRUCTURAL ENERGY ADA COMPLIANCE ch to Y +4, GENERAL CONDITIONS: 1. 4 X 6 X 8" PRESSURE TREATED BLOCK WITH SHIMS 1-1 All work shall be in conformance with the 2013 CBC and applicable Municipal, OSHA Safety, State, and Federal regulations. 2. 2 STACKS 8 X 8 X 16 MASONRY , 1-2 The drawings and calculations represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, scaffolding etc, The Builder shall provide all measures necessary to BLOCK protect people and property during construction. 1-3 The Builder is responsible for obtaining all necessary approvals, permits, and inspections from all governing agencies. All work is subject to Building Department field inspector's approval, If a building permit and certificate STEEL MAIN RAIL 3. UNDISTURBED SOIL of occupancy are not obtained by the owner for this project, then the engineer assumes no liability for this structure, STEEL MAIN RAIL 4. 244 REBAR EACH WAY 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies, before purchasing materials or scheduling labor. 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. LEVELING SHIMS TO BEAM 1 1-6 Streamline Engineering is providing a foundation plan only for his project. Streamline is not the Engineer of Record for this project. Additional plans that may be included with this plan set (site plan, grading plan, mfg. LEVELING SHIMS TO BEAM home plans,) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. 2X P.T. FULL SIZE BLOCK 1-7 The builder or owner shall determine if the structure is in a flood plain & notify the engineer in writing if it is. The structure is not designed to resist the effects of flooding. 2X P.T. FULL SIZE BLOCK -- 1-8 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-9 The builder shall insure that the building meets all set bock requirements from slopes according to the requirements of Figure 1808.7.1 of the 2013 CBC. 8x8x16 MASONRY BLOCK _ 2 1-10 The design criteria (Le. snow load, seismic design category, wind speed/exposure) used for the mfg, home is determined by others. It is not the responsibility of Streamline to verify the accuracy of this design Criteria. 8x8x16 MASONRY BLOCK 1-11 The builder shall not determine finished dimensions by scaling the plans. Scales shown are for reference only. 1-12 Placement of the home shall be per the mfg's installation manual. The builder shall be responsible for following proper set-up procedures, ' 2X12 P.T. PLATE MIN. OF UNDISTURBED SOIL 24" LONG OR USE ABESCO 3 PADS INSTALLED PER MANUFACTURER'S SPECS, FOUNDATION / SITE WORK: III - -III- a- I T I L. , ,� ° �= I=1 I I= =III=1 I 11=1 I I- z =1 I I' I �_ _, 2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these plans. The foundation is designed to be placed on a level pad on undisturbed and non-exponsive soil. -1 i = 1 Lo 1 I- -1 11= The Builder shall notify the Engineer in writing if any unusual soil conditions such as organic soils, clay, or uncertified fills are found at the site. The engineer has not made a geotechnical review of the site. h UNDISTURBED SOIL 2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill may be used as existing grade provided compaction tests ore presented to the Engineer indicating a minimum compaction of 90% relative compaction per ASTM D 1557, Fill material shall be free from debris, vegetation, and other foreign substances. All excavations, grading and fills shall conform with 2013 CBC 1804, SEE TABLE 2 EO. E0. Footings shall extend into firm native soil with a footing depth below frostline 12" min. U.O.N. 2-3 The owner is responsible for providing geo-technical report to builder and engineer if one exists. U SEE TABLE 1 2-4 The bottom of all footings shall be clean and level. 2-5 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind walls. A minimum of 4" diameter perforated pipe sloped to daylight shall be used U.O.N. on plans. " 2-6 All finished grade shall slope at a minimum slope of 5% away from all foundations a minimum of 10 feet. ALTERNATE ALTERNATE #2 2-7 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases, plunrbing and other- embedded objects prior to placement of concrete. 2-8 Anchor bolts are to be a minimum of 1/2" o with 7" minimum embedment into concrete and spaced as shown on plop. Anchor bolts shall be placed 4" min. and 12" max, from each end of sill plate with a minimum of two anchor bolts per sill plate. All anchor bolts shall have 3"x 3"x .229" thick washers. 2-9 For retrofit anchor bolts install TITEN HD (by Simpson) 1/2" o w/ 3-1/4" min. embedment or 5/8" o W/ 3-3/4" embedment. Install per manufacturer's recommendations. Direct 1:1 replacement with washer per typical anchor bolt. 2-10 Foundations supporting wood shall extend at least 8 inches above the adjacent finished grade. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support are of approved wood of natural resistance to decay or treated wood is used. 2-11 Footings placed on or adjacent to slopes must comply with figure 1808.7,1 of the 2013 CBC. A geotechnical engineer must approve footing placements in violation of this figure. This engineer shall not be liable for any foundation placed in violation of this section. 2-12 Provide an 18" x 24" under floor access and screened under floor vents per code. INTERIOR PIER DETAILN.T.S. N.T.S. 6 MARRIAGE LINE PIER FOOTING 3 CONCRETE: 3-1 All concrete shall have a minimum f'c = 2,500 psi after 28 days curing unless otherwise noted. 1. MANUFACTURED HOME BY 1. MANUFACTURED HOME BY 3-2 Materials used to produce concrete, concrete itself and testing shell comply with applicable standards listed in ACI 318. Aggregate size shall be a maximum of 1-1/2" in foundations and 3/4" at all other locations. OTHERS 3-3 Curing compound shall be sprayed on all exposed surfaces immediately after final troweling. OTHERS Type Type III low alkali. 1 2. 8d H.D. GALV. 2. 8d H.D. GALV. @ 6" O.C. EDGE 3-4 All cement used shall conform to ASTM C-150-04 and shall be T e II or T @ 6" O.C. EDGE 3 PLACES TYP. AS SHOWN) 3-5 Concrete exposed to freezing shall be protected in accordance to the latest edition of the ACI code and 2013 CBC Section 1904. 3. 16d @ 12" O.C. 3-6 Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to pouring concrete. 4, 2 X 4 TOP PLATE 3. SHEATHING SPLICE 3-7 All projecting corners of slobs, beams, columns, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. 4 5. 3/8" CDX OR EQUAL . HARDIPANEL SIDING WITH 8d 3/8" CDX (OR EQUAL) OR 5/16" ( 3-8 Calcium chloride admixtures or chloride -based admixtures shall not be used. ) OR 5/16" 2 HARDIPANEL SIDING WITH 8d 1 41A HOT DIPPED GALV. NAILS @ 6' REINFORCING STEEL IN CONCRETE: HOT DIPPED GALV. NAILS @ 6" O.C. EDGE 12" O.C. FIELD. O.C. EDGE 12" O.C._F1tALD. 4-1 Reinforcing steel shall conform to the provisions of ASTM A -615/A 615M -04a, Grade 40 for #4 bars and smaller and Grade 60 for #5 bars and larger. All rebar is to be deformed. #5 and larger re bar shall not be 3 INSTALL PER MFG. INSTALL PER MFG. re-bent. welded wire fabric shall conform to the provisions of ASTM A 185-02. 11 6. 2 X 4 P.T. SILL 5. 4 X RIM WITH VENT PER CODE 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5' - 0" minimum, X 6. 2 X 4 P.T. SILL 4-3 Reinforcement cover shall be as follows: < 4 7. 8d H. D. GALV @ 6" O.C. EDGE Concrete cast against and permanently exposed to soil: 3" clear 8. CONCRETE STEMWALL WITH 7. CONCRETE STEMWALL WITH Concrete with soil or weather exposure: #5 bars and smaller: 1 1/2" clear NO BACKFILL. (SEE DETAIL 4 NO BACKFILL (SEE DETAIL 4 6 bars and larger: 2" clear (° 5 X 6 ON THIS SHEET FOR CMU # g ON THIS SHEET FOR CMU < Concrete without soil or weather exposure: 1" clear I 12 Z g 5 OPTION) OPTION) 4-4 All reinforcing steel shall be accurately secured in position before and during concrete placement, 6 8. UNDISTURBED SOIL 4-5 All reinforcing steel shall be clean at the time of concrete placement. 9. UNDISTURBED SOIL CV 6" \ , 7 9, ANCHOR BOLT AND WASHER --I J PER FOUNDATION NOTES / 110. 2 X 4 PONY WALTOP AND L WITH SOTUDS � � _ _ I ; I I CV FRAMING LUMBER 6" 16" O.C. WITH SPACING PER TABLE 3 6-1 All wood in contact with concrete shall be pressure treated Hem Fir or Douglas Fir at the builders option U.O.N. I @ z ° ON THIS SHEET. 8 12. ANCHOR BOLT AND WASHER 6-2 Lag screws sholl be screwed, not driven, into pre -drilled holes of 2/3 the shank diameter. 00 10. 44 TOP AND BOTTOM U.O.N. • I - 6-3 Holes for bolts shall be bored with a bit 1/32" to 1/16" larger than the nominal bolt diameter, PER FOUNDATION NOTES 9 6-4 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed. Where top or sole plates are cut for pipes, a metal tie 0.058" min. thick and 1 1/2" wide shall be fastened across and to each z _-- 9 WITH SPACING PER TABLE 3 00 side of the opening with not less than 6-16d nails per 2013 CBC 2308.9.8. I (I ON THIS SHEET. 6-5 All framing anchors, clips, strops, hangers, holdowns, etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturer's recommendations. " - 6-6 Where exposed to weather, nails shall be galvanized. 00 6-8 Where in contact with pressure treated wood, all metal connectors shall be type 304 stainless steel or hot -dip galvanized steel meeting ASTM A153-03. c - I 6-9 All structural lumber shall be Douglas Fir Larch as graded by the W. W.P.A. or W.C.L.I,B. and shall have a moisture content less than 19% and be of the following grades unless otherwise noted: _ 10 12„ 2 x 4 studs . . . . . . . . . . . . . . . .. . . . . . . . Standard and Better MASONRY 12" 11-1 All masonry shall be installed per CBC section 2105. 11-2 Cement masonry units shall conform to CBC standard 21-4, grade N, Type I, and shall be single or double open end bond beam units. Concrete masonry blocks shall have a f'm min. of 1,500 psi with compliance verified as required per CBC section 2105.3. Mortar shall be Type S and have a minimum f'c = 1,800 psi. Grout shall be ASTM C279 Type S and have minimum fN.T.S.N.T.S. 2 11-3 Reinforcement = 2,500 psi after 28 days curing. shall be placed prior to grouting. Reinforcement shall be secured against displacement prior- to grouting by wire positioners or other suitable devices at intervals not exceeding PERIMETER FOOTING OPTION 2 5 PERIMETER FOOTING OPTION 1 200 bar diameters. Bolts shall be accurately set and held in place to prevent dislocation during grouting. 11-4 Lap reinforcing the greater of 60 bar diameters or 2'-0" Choose least dimension. 11-5 Locate anchor bolts within 2" of the center of a cell. 1 1. WALL, SILL, AND ANCHOR BOLT 11-6 Prior to grouting , the grout space shall be clean so that all spaces to be filled with grout do not contain mortar projections greater than 1/2 inch, mortar droppings or other foreign - PER OPTION 1 OR2ABOVE materials. 2 2. 8" CMU WITH ALL CELLS 11-7 The grouting of any section of wall shall be completed in one day with no interruptions greater than one hour. X GROUTED. SEE MASONRY 11-8 All cells and spaces containing reinforcement shall be filled with grout. z 3 SECTION IN CONSTRUCTION BUILT UP 2xS AT MARRIAGE LINE 11-9 Quality assurance shall include, but is not limited to assurance that: a. Masonry units, reinforcement, cement, lime, aggregate and all other materials meet the requirements of the applicable standards of quality and that they are properly stored and _ N NOTES ON THIS SHEET FOR prepared for use. 00 r-0 MORE INFORMATION M"XII b. Mortar and rout are ro erl mixed usin s ecified ro ortions of m redients. The method of measurin materials for mortar and rout shall be such that ro ortions of materials 3. #4 VERTICAL 32" O.C. 9 properly Y 9 P proportions 9 9 9 proportions _ @ are controlled, j-1 I I� 4. #4 HORIZONTAL @ 32" O.C. 4 X 10 D.F. N0. 1 CENTERED c. Construction details, procedures and workmanship are in accordance with the plans and specifications. z_ '' _- -i 5 (1 MIN. @ TOP AND BOTTOM) ALTERNATE: 6 X 8 D.F. NO. 1 5. UNDISTURBED SOIL 6. CONCRETE FOOTING00 WOOD WEDGE SHIM 6 12" CONSTRUCTION NOTES CMU PERIMETER STEMWALL OPTION N.T.S. 4 8 x 8 x 16 MASONRY BLOCK 2" MAX. FOUNDATION ANCHORAGE FOR SINGLE- OO MOBILE HOME ANCHORAGE TO FOUNDATION: " PER A " PADS INSTALLED RMANUFACTURER'S Esco Wbldg co Cr`Inr`ATIr)NIc FAMILY KHSIUHNUL HA`jLU UN I HL ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT Wbldg / V LJ 2013 CALIFORNIA BUILDING CODE: SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. GRAVITY LOADS: 2,000 o ROOF: COMPOSITION SHINGLES 3.0 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.0 PSF R-30 INSULATION (OPTIONAL) 2.0 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MIJCELLANEOUS 1.3 PSF DEAD LOAD 14.0 PSF MAX, SNOW LOAD (WHERE OCCURS) 125.0 PSF 20% SNOW LOAD FOR SEISMIC 25.0 PSF IKil-'LL VVIUr-LJUUIJLr- VVIUt © WEIGHT OF BUILDING (WT) = 41 PSF 41 PSF WIDTH OF BLD'G (Wbldg) = 40 FT. 25 FT, LENGTH OF BLDG (Lbldg) = 70 FT. 60 FT. HEIGHT OF BLDG (Hbldg) = 9 FT. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) 16.0 * (70 / 2) * ()20 - 9/2 ) TRIPLE WIDE DOUBLE WIDE Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) _ .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WIND GOVERNS) OA DOUBLE WIDE Vseismic = 5.5 K < 3.5 K (WIND GOVERNS) * LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT Wbldg / V LJ FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) = .115 W 2,000 o LATERAL FORCE PARALLEL TO RIDGE � WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 1.0 PER TABLE 1.5 -2 (RISK CATEGORY II) = 16.0 * (40 / 2) * �20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 - 16 (MAX.) TRIPLE WIDE DOUBLE WIDE J IKil-'LL VVIUr-LJUUIJLr- VVIUt © WEIGHT OF BUILDING (WT) = 41 PSF 41 PSF WIDTH OF BLD'G (Wbldg) = 40 FT. 25 FT, LENGTH OF BLDG (Lbldg) = 70 FT. 60 FT. HEIGHT OF BLDG (Hbldg) = 9 FT. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) 16.0 * (70 / 2) * ()20 - 9/2 ) TRIPLE WIDE DOUBLE WIDE Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) _ .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WIND GOVERNS) OA DOUBLE WIDE Vseismic = 5.5 K < 3.5 K (WIND GOVERNS) * LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT Wbldg / V ALLOWABLE SOIL BEARING PRESSURE = 1,000 PSF FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) = .115 W 2,000 SDS = 0.75 MAX., SD1 = 0.4 MAX. PER ASCE 7-10 LATERAL FORCE PARALLEL TO RIDGE R = 6.5 PER TABLE 12.2-1 WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 1.0 PER TABLE 1.5 -2 (RISK CATEGORY II) = 16.0 * (40 / 2) * �20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 - 16 (MAX.) TRIPLE WIDE DOUBLE WIDE x 24" Vwind = 4.9 K 2.3 K VNND: SEISMIC FORCE (Vseismic) = .115 * (WT/2) USE DIRECTIONAL PROCEDURE PER CH. 27 OF ASCE 7-10 TRIPLE WIDE Vseismic = 6.6 K > 4.9 K (SEISMIC GOVERNS) WHERE: MAXIMUM WIND PRESSURE = 16.0 PSF °' DOUBLE WIDE Vseismic = 5.5 K > 2.3 K (SEISMIC GOVERNS) BASIC WIND SPEED V = 110 MPH = PER PLAN IMPORTANCE FACTOR = 1.0 PER TABLE 1.5-2 = ANCHOR BOLT SPACING (ABspacing) = 0.760K /BOLT * Lbldg / V WIND EXPOSURE =C MAX. ROOF PITCH =6 /12 ANGLE = 26.6° TRIPLE WIDE ABspacing= 72 in MAXIMUM. TOPO FACTOR = 1.0DOUBLE WIDE ABspacing= 72 in MAXIMUM. Ps = 16.0 PSF MAX. (APPLY THIS PER PLAN TO PROJECTED AREA OF ALL USE: 112" DIAMETER x 10" ANCHOR BOLT AT 42" O.C. TRIBUTARY AREAS PER Wbldg ALONG THE WIDTH OF THE BUILDING AT LINE OA &© SECTION 27.1.5) 1 2 1/2" DIAMETER x 10" ANCHOR BOLT AT 72" O.C. 48" x 48" ELEVATION OF ENDWALL ALONG THE LENGTH OF THE BUILDING AT LINEO1 &O2 TABLE 1 (MARRIAGE LINE PIERS) PIER BASE OR POURED IN PLACE CONCRETE FOOTING DIMENSION ALLOWABLE SOIL BEARING PRESSURE = 1,000 PSF MAXIMUM PIER LOADS (LBS) (SEE NOTE 1) FOOTING SIZE FOOTING DEPTH ABS PAD 24" X 24" MFG. RATED FOR 4,000 LBS MINIMUM 2,000 16" x 18" PER PLAN 1 PAD 2,500 124" 16" x 23" PER PLAN 1 PAD 4,000 x 24" PER PLAN 1 PAD 5,000 24" x 30" PER PLAN 2 PADS (SEE DETAIL 1) 6,000 30" x 30" PER PLAN 2 PADS (SEE DETAIL 1) 8,000 32" x 36" PER PLAN NOT ALLOWED 10,000 36" x 40" PER PLAN NOT ALLOWED 12,000 36" x 48" PER PLAN NOT ALLOWED 16,000 48" x 48" PER PLAN NOT ALLOWED 20,000 54" x 54" PER PLAN NOT ALLOWED 25,000 60" x 60" PER PLAN NOT ALLOWED NOTES: 1. SEE MANUFACTURER'S PLANS FOR POINT LOADS AT MARRIAGE LINE PIERS. BUTTE I I 2 ANCHOR couNrx FOR INTERIOR PIERS III =11I II! DEC 152016<<l;III �I=��UNDISTURBED ON -CENTER PIER SPACING 1/2" DIAM. PIER LOAD AT EACH END FOOTING SIZE SOIL DEVELOPMENT 2132 # 24" x 13" SERVICES cc ® 927 2848 # r `)w 10' � U 3553 INTERIOR MARRIAGE LINE OPTION N.T.S. 1 FOUNDATION DESIGN CRITERIA THE FOUNDATION AND ANCHOR BOLTS SHALL BE PERMIT# DESIGNED IN ACCORDANCE WITH THE 2013 CBC BUTTE COUNTY DEVELORMENTSERVICES AND DESIGNED FOR THE FOLLOWING CRITERIA: REVIEWED FOR CODE COMPLIANCE MAX. WIND SPEED (3 SEC. GUST): 85 MPH DATF..!!��-� - 2 WIND EXPOSURE: C D - - --BY - SEISMIC DESIGN CATEGORY: SOIL BEARING: 1,000 PSF SNOW LOAD: 125 PSF TABLE 3 TABLE 2 ANCHOR FOOTING SIZE FOR INTERIOR PIERS SPACING ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF W� OF BOLTS ON -CENTER PIER SPACING 1/2" DIAM. PIER LOAD AT EACH END FOOTING SIZE 6' L'. -NG WALL 2132 # 24" x 13" 8' cc ® 927 2848 # 24" x 17" 10' � U 3553 # 24 x 22" TABLE 3 ANCHOR BOLT SPACING AT PERIMETER STEMWALL LOCATION OF ANCHOR MAXIMUM WALL LINE BOLT SIZE SPACING W� OF BOLTS SHORT WALL 1/2" DIAM. 42 O.C. AT EACH END L'. -NG WALL 1/2" DIAM. 72" O.C. AT EACH SIDE O cc ® 927 STRUCTURAL CALCULATIONS J --- -1 s THE DESIGNS REPRESENTED BY THIS DRAWING ARE TF EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERIN THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. G ^* DESIGN: CHECKED: , ; `", ; R 4' (l DATE: 1/08/16, SCALE:" SHOWN JOB NO. x2559 �. k. S14C- T �,t • in W� ErJ N 4 p In J .J IL 0) 0M M CDUJA .M O cc ® 927 �v 1 r 0 L64: CQ V)LM OM U< � U THE DESIGNS REPRESENTED BY THIS DRAWING ARE TF EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERIN THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. G ^* DESIGN: CHECKED: , ; `", ; R 4' (l DATE: 1/08/16, SCALE:" SHOWN JOB NO. x2559 �. k. S14C- T �,t • .M r y' • THE DESIGNS REPRESENTED BY THIS DRAWING ARE TF EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERIN THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. G ^* DESIGN: CHECKED: , ; `", ; R 4' (l DATE: 1/08/16, SCALE:" SHOWN JOB NO. x2559 �. k. S14C- T �,t •